CN110197001B - Combined optimization design method for ventilation holes and residual amplitude at top of spillway tunnel - Google Patents

Combined optimization design method for ventilation holes and residual amplitude at top of spillway tunnel Download PDF

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CN110197001B
CN110197001B CN201910365425.5A CN201910365425A CN110197001B CN 110197001 B CN110197001 B CN 110197001B CN 201910365425 A CN201910365425 A CN 201910365425A CN 110197001 B CN110197001 B CN 110197001B
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vent hole
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马洪琪
练继建
王孝群
庞博慧
齐春风
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Tianjin University
Huaneng Group Technology Innovation Center Co Ltd
Huaneng Lancang River Hydropower Co Ltd
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Huaneng Group Technology Innovation Center Co Ltd
Huaneng Lancang River Hydropower Co Ltd
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Abstract

The invention relates to a combined optimization design method for vent holes and residual widths of a tunnel top of a spillway tunnel, and belongs to the technical field of optimization design of structures of the spillway tunnel. The method is based on the mass conservation and momentum conservation of water flow and air flow in the spillway tunnel, and the air pressure and the air speed in the spillway tunnel are solved; the air pressure in the cavity top residual amplitude space is used as a main optimization index, a residual amplitude-air pressure curve is obtained by changing the cavity top residual amplitude for multiple calculations, a residual amplitude-air pressure curve cluster is obtained by changing the area of the vent hole for multiple calculations, and a vent hole and cavity top residual amplitude combined optimization design method is provided based on the residual amplitude-air pressure curve cluster. The method can provide basis for the reasonable setting of the residual width area of the tunnel top, namely the reasonable design of the tunnel body size of the flood discharge tunnel, realize the optimal matching of the area of the vent holes to the residual width space of the tunnel top, greatly reduce the engineering construction cost while reducing the negative pressure in the residual width space of the tunnel top of the flood discharge tunnel, and is easy to popularize and apply.

Description

Combined optimization design method for ventilation holes and residual amplitude at top of spillway tunnel
Technical Field
The invention belongs to the technical field of optimal design of a spillway tunnel structure, and particularly relates to a combined optimal design method of air vents and tunnel top residual widths of a spillway tunnel, which can be used for guiding the reasonable arrangement of the sizes of the air vents and the spillway tunnel in the design of the spillway tunnel, avoiding the waste of engineering resources and ensuring the reasonability of the design.
Background
Flood discharge tunnel flood discharge is a flood discharge engineering facility which is commonly adopted in high dam flood discharge engineering. The high-speed water flow in the free-flow spillway tunnel can form a dragging effect on the air in the residual space at the top of the tunnel, and most of the air is discharged out of the tunnel along with the water flow except for a small amount of air mixed into the water body. Therefore, an air supplement hole is needed to be arranged to connect the spillway tunnel with the external atmosphere, and air dragged by water flow in the residual space at the top of the spillway tunnel is supplemented through the air supplement hole. The reasonable design of the air supply holes is very important for the engineering design of the flood discharge holes, if the positions and the sizes of the air supply holes are unreasonable, the air demand of the flood discharge holes cannot be met, and large negative pressure can be generated in the holes. The excessive negative pressure can influence the aeration and erosion reduction effect of aeration facilities in the flood discharge tunnel to a great extent, increase the possibility of cavitation and increase the risk of cavitation erosion damage of the bottom plate, side walls and other flow discharge structures of the flood discharge tunnel; meanwhile, when the negative pressure in the flood discharge tunnel is too high, the stability of the discharged water flow is influenced, the water surface line can fluctuate violently, and the water flow in the tunnel can have the phenomenon of open-full flow alternation, so that the engineering safety is endangered; in addition, negative pressure pulsation behind the gate of the flood discharge tunnel can cause severe vibration of the gate, so that the operation safety of the gate is endangered; according to Bernoulli's equation, the larger the pressure drop between two ends of the air supply tunnel is, the higher the air flow velocity is, and research shows that when the air flow velocity is higher than 50m/s, continuous noise is caused, and normal operation of operators in the flood discharge tunnel is influenced. In summary, the reasonable design of the size of the air supply tunnel and the residual width space at the top of the spillway tunnel is an important content in the design of the spillway tunnel.
In the past engineering design, the size of the extra width space at the top of the tunnel is generally considered to be as large as possible under the condition that the requirement of a design specification (the hydraulic tunnel design specification (SL279-2016) in the following) is met. In fact, the relationship of mutual balance and mutual matching exists between the residual width space at the top of the spillway tunnel and the size of the vent hole, when the size of the vent hole is fixed, the larger the size of the body of the spillway tunnel or the residual width space at the top of the tunnel is, the larger the negative pressure in the spillway tunnel may be, but in the past engineering design, people pay less attention to the problem. Therefore, a new method for the combined optimization design of the ventilation holes of the spillway tunnel and the residual width of the tunnel top is necessarily provided.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a combined optimization design method for vent holes and excess width at the top of a spillway tunnel, so that engineering designers can conveniently apply the method to the design of the spillway tunnel.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
the combined optimization design method of the ventilation holes of the spillway tunnel and the residual amplitude of the tunnel top comprises the following steps:
step (1), regarding water-gas two-phase flow of a free flow section of a spillway tunnel as layered flow, taking m vent holes and 1 spillway tunnel outlet of an original spillway tunnel multi-vent hole gas supply system as nodes, taking a first vent hole as a starting point, namely taking the downstream side of a gate as a starting point, and dividing the spillway tunnel into m sections; for finer calculation, within each segment, it is further subdivided into any n i A infinitesimal segment, j ═ 1, 2.., m; the whole flood discharging tunnel is divided into N micro-element sections,
Figure GDA0002123866480000021
the following equation is then established:
V w ＝(v w1 ，v w2 ，...，v wi ，...，v wN ) (1)
V a ＝(v a1 ，v a2 ，...，v ai ，...，v aN ) (2)
P a ＝(p a1 ，p a2 ，...，p ai ，...，p aN ) (3)
V ad ＝(v ad1 ，v ad2 ，...，v as ，...，v am ) (4)
P ad ＝(p ad1 ，p ad2 ，...，p as ，...，p am ) (5)
wherein, V w Representing the average water flow velocity v of each section in the spillway tunnel wi Representing the average water flow velocity of the section at the ith section; v a And P a Respectively representing the average airflow velocity of each section and the average air pressure of each section in the residual width space at the top of the spillway tunnel ai And p ai Respectively representing the average airflow velocity and the air pressure of the section at the ith section; v ad And P ad Respectively representing the average airflow velocity and the average air pressure of the cross section at the crossing position of each vent hole and the flood discharge hole ads And p ads The air flow velocity and the air pressure respectively correspond to the s-th vent hole; 1, 2, N; s 1, 2,. m;
step (2), an equation between a section i and a section i +1 at two ends of any one infinitesimal section is listed, wherein the equation comprises an energy equation of water flow, a mass conservation equation of air flow and a momentum conservation equation of air flow:
Figure GDA0002123866480000022
Figure GDA0002123866480000023
v ai A ai ＝v ai+1 A ai+1 (8)
wherein, y i And y i+1 The elevation of the flood discharge tunnel bottom plate at the section i and the section i +1 is represented; g represents the gravitational acceleration; rho w And ρ a Density of water and air, respectively; theta represents the included angle of the bottom plate of the flood discharge tunnel on the horizontal plane; b represents let outThe section width of the flood tunnel; a. the ai And A ai+1 The residual width area of the top of the hole at the two sections is shown,
Figure GDA0002123866480000031
Figure GDA0002123866480000032
mean air wet cycles for both sections; ds represents the distance between two sections; h is wi And h wi+1 Respectively representing the water depth of a section i and a section i + 1; tau is a Representing the shear stress of the flood hole wall facing the air flow; tau is wa Representing the interaction force tau between water flow and air flow wa ＝τ aw (ii) a For Δ H f And τ wa Expressed as:
Figure GDA0002123866480000033
Figure GDA0002123866480000034
Figure GDA0002123866480000035
wherein, Δ h f Representing the on-the-way head loss in a typical open channel; Δ h aw Representing the head loss caused by the drag effect of the airflow on the water flow;
Figure GDA0002123866480000036
the average value of the water flow wet cycle between the two sections is obtained;
Figure GDA0002123866480000037
represents the average value of the water flow speed;
Figure GDA0002123866480000038
represents the average value of the flow rate of the gas flow; f. of wai Showing the phase between the air flow and the water flow at section iThe coefficient of the force of interaction is,
Figure GDA0002123866480000039
H i the equivalent height of the section at the section i of the flood discharge tunnel; omega is undetermined coefficient, and the value is 0.028;
step (3), listing an energy equation and a mass conservation equation of a first vent hole:
Figure GDA00021238664800000310
v a1 A ad1 ＝v a1 A a1 (13)
wherein ξ e1 The local head loss coefficient is the local head loss coefficient of the airflow flowing into the flood discharging tunnel from the vent hole; p is a radical of ad1 The average air pressure of the section of the first vent hole; a. the ad1 The cross section area of the cross section of the first vent hole; a. the a1 Is the cross-sectional area of the cross-section 1;
except for the first vent hole, arranging an energy equation and a mass conservation equation of any s-th vent hole section and the sections of the flood discharge tunnels on the two corresponding sides:
Figure GDA0002123866480000041
Figure GDA0002123866480000042
v ads A ads +v ups A ups ＝v downs A downs (16)
wherein the content of the first and second substances,
Figure GDA0002123866480000043
wherein s is 2, 3.. multidot.m; p is a radical of formula ups And p downs Respectively corresponding to the average pressure of the cross sections of the micro-element sections at the upstream side and the downstream side of the s-th vent hole in the flood discharge tunnel; v. of ups And v downs Respectively correspond to the first in the flood discharge tunnelThe section average airflow velocity at the sections of the micro-element sections on the upstream side and the downstream side of the s vent holes; a. the ups And A downs Respectively corresponding to the hole top residual width area at the cross section of the micro-element section at the upstream side and the downstream side of the s-th vent hole in the spillway tunnel; xi shape es Is the local head loss coefficient due to the air flow flowing into the flood discharging tunnel from the s-th vent hole;
and (3) setting the air pressure and the air flow velocity of the cross section of the inlet of each vent hole to be 0, and adopting the following Bernoulli equation:
Figure GDA0002123866480000044
wherein l s Represents the length of the s-th vent hole; d s Is the diameter or equivalent diameter of the s-th vent hole; (∑ xi) s All local head losses for the s-th vent;
the air pressure of the outlet section of the flood discharge tunnel is 0:
p N ＝0 (18)
and (4) combining the formula (7), the formula (8) and the formulas (12) to (18) to obtain a nonlinear equation system about the airflow flow in the spillway tunnel:
F＝F(V a ，P a ，V ad， P ad )＝0 (19)；
solving the equation set can obtain the wind speed V of the vent hole ad And pressure P ad And the wind speed V in the spillway tunnel a And pressure P a ；
Step (5), according to the air pressure P in the residual amplitude space of the top of the cave obtained in the step (4) a Taking the air pressure at any section position as a control index, changing the residual amplitude area of the tunnel top, respectively adopting the method in the step (4) to calculate the air pressure in the residual amplitude space of the tunnel top when calculating the residual amplitudes of different tunnel tops, drawing a tunnel top residual amplitude-air pressure curve to obtain two extreme points of the maximum air pressure and the minimum air pressure of the tunnel top residual amplitude-air pressure curve, wherein the residual amplitude area of the tunnel top corresponding to the maximum air pressure extreme point is A max The area of the residual width of the top of the tunnel corresponding to the minimum extreme point of the air pressure is A min ；
Step (6) of carrying out a treatment,simultaneously changing the cross section areas of all the vent holes in the same proportion, respectively calculating the air pressure in the cavity top residual amplitude space under different proportions, drawing cavity top residual amplitude-air pressure curves before and after the change of the proportions, and then carrying out dimensionless treatment on a coordinate of the cavity top residual amplitude in the cavity top residual amplitude-air pressure curves before and after the change of the proportions to obtain A before and after the change of the proportions Residual width of tunnel top /A Vent hole -a gas pressure curve;
the non-dimensionalization treatment is that the coordinate of the hole top residual amplitude is replaced by the cross section area of the corresponding hole top residual amplitude space and divided by the cross section area of the corresponding vent hole;
wherein A is Residual width of tunnel top The cross section area of the residual width space at the top of the tunnel; a. the Vent hole Is the sum of the cross-sectional areas of all the vent holes;
step (7) of converting all A's obtained in step (6) into Residual width of tunnel top /A Vent hole A corresponding to the air pressure maximum of the air pressure curve Hole top residual width /A Vent hole Taking the mean value to obtain Z max (ii) a All A obtained in the step (6) Residual width of tunnel top /A Vent hole A for the air pressure minimum of the air pressure curve Residual width of tunnel top /A Vent hole Taking the mean value to obtain Z min (ii) a The combined optimization design scheme of the ventilation holes of the spillway tunnel and the residual width of the tunnel top is as follows: a. the Residual width of tunnel top /A Vent hole Value of Z min ～Z max The remaining width of the tunnel top is A min ～A max ；
Step (8), according to the remaining amplitude value range A of the tunnel roof given in the step (7) min ～A max And A Residual width of tunnel top /A Vent hole Value range Z min ～Z max And (4) selecting the residual area of the top of the tunnel and the area of the vent holes according to the actual situation, substituting the residual area of the top of the tunnel and the area of the vent holes into the calculation method in the step (4), calculating to obtain the wind speed and the air pressure in the spillway tunnel with the designed size, and verifying whether the wind speed and the air pressure meet the requirements of the design Specification for Hydraulic tunnels (SL 279-2016).
The optimized design scheme in the step (7) is an initial optimized design scheme, and the scheme verified in the step (8) is a final optimized design scheme.
Further, it is preferable that, in the step (3), all the local head loss of the s-th vent includes local energy loss caused by air flow entering the vent, local turning of the vent, local expansion and local reduction.
Further, preferably, the solving method in step (4) is:
(a) the discharge flow Q of the flood discharge tunnel and the flow velocity v of the water flow of the first section w1 Flood discharge tunnel width B and along-way cross section area A i Base plate coordinate (x) i ，y i ) Flood discharge section n j (j ═ 1, 2.. multidot.m) and vent length l s Cross-sectional area A ads Equivalent diameter d s Local loss coefficient xi es (ii) a Making the iteration step n equal to 0;
(b) firstly, calculating according to the formulas (6) and (9) to obtain an initial water flow field
Figure GDA0002123866480000061
In the calculation, the air pressure influence is not considered in the formula (6), namely, p is contained a，i And p a，i+1 The term(s) of (1) does not participate in the calculation, and the influence of the water-gas interaction, i.e. with τ, is not considered in equation (9) first wa Does not participate in the computation;
(c) using the one obtained in the previous step
Figure GDA0002123866480000062
As input, calculating the remaining area A of the top of the tunnel a，i Further, the wet circumference of the air flow can be obtained
Figure GDA0002123866480000063
Initial values for given airflow rate and pressure
Figure GDA0002123866480000064
And
Figure GDA0002123866480000065
calculating f from the initial value of the flow velocity of the air stream wa，i And then calculating τ wa And τ a (ii) a Will tau wa And τ a Substituted for formula (7) A a，i And
Figure GDA0002123866480000066
a nonlinear equation system represented by the formula (19) is obtained by substituting the formulae (7), (8) and (12) to (18), and the nonlinear equation system is expressed by the formula
Figure GDA0002123866480000067
And
Figure GDA0002123866480000068
as an initial value, an equation set is solved in an iterative manner to obtain a newly solved airflow field
Figure GDA0002123866480000069
And
Figure GDA00021238664800000610
(d) let n be n + 1; obtained in the previous step
Figure GDA00021238664800000611
And
Figure GDA00021238664800000612
substituting into formula (10) to obtain τ wa And will tau wa And
Figure GDA00021238664800000613
substituting into the formulas (6) and (9) to obtain new
Figure GDA00021238664800000614
(e) Due to the fact that
Figure GDA00021238664800000615
Has changed and therefore needs to be based on the new
Figure GDA00021238664800000616
Recalculating A a，i And
Figure GDA00021238664800000617
according to
Figure GDA00021238664800000618
And
Figure GDA00021238664800000619
recalculating τ wa And τ a Substituting the formula (7), the formula (8) and the formulas (12) to (18) to form an equation system so as to
Figure GDA00021238664800000620
Figure GDA00021238664800000621
And
Figure GDA00021238664800000622
as an iteration initial value, the iteration solution is obtained
Figure GDA00021238664800000623
And
Figure GDA00021238664800000624
(f) calculating the relative errors of the airflow velocity and the water flow velocity respectively obtained in the nth step and the (n-1) step; and (d) if the relative error of the airflow flow rate and the relative error of the water flow rate are both smaller than the allowable value, outputting a calculation result, and otherwise, returning to the step (d) for iterative calculation again.
Further, it is preferable that the allowable value is 0.001.
Further, preferably, when the (n + 1) th iteration is performed, the calculation result of the nth step is substituted into the formula for iterative calculation after the following processing is performed:
Figure GDA00021238664800000625
therein, Ψ n Representing the variable value obtained in the nth step, said variable value being V w 、V a 、P a 、V ad And P ad ，
Figure GDA00021238664800000626
Is a relaxation coefficient °
Further, it is preferable to take
Figure GDA00021238664800000627
Further, preferably, in the step (5), the changing of the area of the hole top surplus area is specifically as follows: the variation range of the residual amplitude of the top of the tunnel is at least 10 to 80 percent.
Further, it is preferable that the variation range of the remaining amplitude of the top of the hole should be at least 10% -80%, and every 5% is taken as a calculation condition.
Compared with the prior art, the invention has the beneficial effects that:
the combined optimization design method of the ventilation holes of the spillway tunnel and the residual amplitude of the tunnel top is different from the design concept that the larger the residual amplitude space of the tunnel top is, the better the design concept is, the balance configuration optimization curve cluster of the ventilation holes and the residual amplitude of the tunnel top is drawn (see attached figures 4 and 5), the balance relation between the air supply capacity of the ventilation holes and the air demand of the residual amplitude of the tunnel top is analyzed, the optimal matching of the size of the ventilation holes and the residual amplitude space of the tunnel top is found, the design concept can not only ensure that the flow characteristic of the ventilation and air supply system of the spillway tunnel meets the requirement of standard design, but also can avoid economic loss caused by overlarge size design, for example, the residual amplitude space range of the tunnel top of the trawl spillway tunnel is about 44.5-71.2%, actually, the optimal residual amplitude space of the tunnel top is about 17.2% in terms of the structural design of the current ventilation and air supply system, therefore, the residual amplitude space of the tunnel top can be reduced by at least 20%, the invention provides a basis for the economic design of the structural size of the spillway tunnel, and can greatly reduce the engineering construction cost while reducing the negative pressure in the residual width space at the top of the spillway tunnel.
Drawings
FIG. 1 is a conceptual diagram of a multi-vent gas supply system of a spillway tunnel;
FIG. 2 is a simplified diagram of calculation of a multi-vent gas supply system of the spillway tunnel;
FIG. 3 is a graph showing the change of air pressure in the remaining space 5 of the ceiling with respect to the cross-sectional area;
FIG. 4 is an effect of vent area on the graph of FIG. 2;
FIG. 5 is a graph showing the effect of the ratio of the area of the remaining area of the ceiling to the area of the vent hole on the air pressure in the remaining area space 5 of the ceiling;
in the figure, 1, a gate, 2, a first vent hole, 3, a second vent hole, 4, a third vent hole, 5, the residual amplitude of the top of the tunnel, 6, water flow, 7, a first vent hole section, 8, a second vent hole section, 9, a third vent hole section, 10, one end section of one micro-element section of the spillway tunnel, 11, the other end section of one micro-element section of the spillway tunnel, 12, a first section at the downstream side of the gate, 13, a section at the upstream side of the second vent hole, 14, a section at the downstream side of the second vent hole, 15, a section at the upstream side of the third vent hole, 16, a section at the downstream side of the third vent hole, 17, a section at the outlet of the spillway tunnel, 18, a maximum air pressure extreme point, 19, a minimum air pressure extreme point, a zone I, a zone II and a zone III.
Detailed Description
The present invention will be described in further detail with reference to examples.
It will be appreciated by those skilled in the art that the following examples are illustrative of the invention only and should not be taken as limiting the scope of the invention. The examples do not specify particular techniques or conditions, and are performed according to the techniques or conditions described in the literature in the art or according to the product specifications. The materials or equipment used are not indicated by manufacturers, and all are conventional products available by purchase.
The invention regards the water-gas two-phase flow of the free flow section of the spillway tunnel as the layered flow, and takes the negative pressure in the spillway tunnel as the main control index, and provides a new method for the combined optimization design of the vent holes and the residual width of the tunnel roof according to the change rule of the negative pressure in the spillway tunnel under the conditions of different residual width of the tunnel roof and the area of the vent holes, and the specific technical scheme is as follows:
as shown in fig. 1, the downstream side of the gate 1 is the whole open flow section of the spillway tunnel, and the water flow 6 flows from the position of the gate 1 to the outlet section 17 of the spillway tunnel downstream; the air flow flows to a first vent hole section 7, a second vent hole section 8 and a third vent hole section 9 in the vent holes from inlets of a first vent hole 2, a second vent hole 3 and a third vent hole 4 (only two vent holes of the second vent hole 3 and the third vent hole 4 are drawn behind the first vent hole 2 in the figure 1, actually any number of vent holes can be arranged behind the first vent hole 2, and the total number of the vent holes is set to be m in the invention, and then the air flow respectively flows into a gate downstream side first section 12, a second vent hole downstream side section 14 and a third vent hole upstream side section 16 of a hole top residual width space 5 in the spillway hole; the air flow in the spillway tunnel flows from upstream to downstream, for example, flows from one end section 10 of one infinitesimal segment of the spillway tunnel to the other end section 11 of one infinitesimal segment of the spillway tunnel; all flows constitute a ventilation and air supply system of the free flow section of the spillway tunnel.
The invention takes the air pressure in the residual amplitude space 5 of the tunnel roof as a control index to realize the joint optimization design of the section areas of the first vent hole 2, the second vent hole 3, the third vent hole 4 and the residual amplitude space 5 of the tunnel roof. Wherein, the air pressure in the cavity top residual amplitude space 5 forms a multi-element nonlinear equation set for iterative solution by constructing an energy equation, a mass conservation equation and a momentum conservation equation of water flow and air flow for the ventilation and air supplement system, and the equation constructing steps comprise:
(a) as shown in fig. 2, the flood discharge tunnel ventilation and air supply system in fig. 1 has been simplified and segmented, and the flood discharge tunnel is divided into m sections by taking m vent holes and 1 flood discharge tunnel outlet of the original multi-vent-hole air supply system of the flood discharge tunnel as nodes and taking the first vent hole (i.e. the downstream side of the gate) as a starting point; for finer computation, within each segment, it can be further subdivided into any n j A infinitesimal segment, j ═ 1, 2.., m; the whole flood discharge tunnel is divided into N infinitesimal sections,
Figure GDA0002123866480000081
the following unknowns to be solved are then established:
V w ＝(v w1 ，v w2 ，...，v wi ，...，v wN ) (1)
V a ＝(v a1 ，v a2 ，...，v ai ，...，v aN ) (2)
P a ＝(p a1 ，p a2 ，...，p ai ，...，p aN ) (3)
V ad ＝(v ad1 ，v ad2 ，...，v as ，...，v am ) (4)
P ad ＝(p ad1 ，p ad2 ，...，p as ，...，p am ) (5)
wherein, V w Representing the average water flow velocity v of each section in the spillway tunnel wi The average flow velocity of the section at the ith section is shown, and the flow velocity v of the first section is generally known when the flood discharge flow is known w1 Is a known amount; v a And P a Respectively representing the average airflow velocity of each section and the average air pressure of each section in the residual width space at the top of the spillway tunnel ai And p ai Respectively representing the average airflow velocity and the air pressure of the section at the ith section; v ad And P ad Respectively representing the average airflow velocity and the average air pressure of the cross section at the crossing position of each vent hole and the flood discharge hole ads And p ads The air flow velocity and the air pressure respectively correspond to the s-th vent hole; 1, 2, N; s 1, 2,. m;
(b) an equation between a section i and a section i +1 at two ends of any one infinitesimal section in the row comprises an energy equation of water flow, a mass conservation equation of air flow and a momentum conservation equation of air flow:
Figure GDA0002123866480000091
Figure GDA0002123866480000092
v ai A ai ＝v ai+1 A ai+1 (8)
wherein, y i And y i+1 The elevation of the flood discharge tunnel bottom plate at the section i and the section i +1 is represented; g represents the gravitational acceleration; rho w And ρ a Density of water and air, respectively; theta represents the included angle of the bottom plate of the flood discharge tunnel on the horizontal plane; b represents the section width of the flood discharge tunnel; a. the ai And A ai+1 The residual width area of the top of the hole at the two sections is shown,
Figure GDA0002123866480000093
Figure GDA0002123866480000094
represents the average air wet cycle of two sections; ds represents the distance between two sections; h is wi And h wi+1 Respectively representing the water depth of the section i and the section i + 1; tau is a Representing the shear stress of the flood-hole wall facing the air flow; tau is wa Representing the interaction force tau between water flow and air flow wa ＝τ aw ；ΔH f Representing the on-the-way head loss and the effect of the water-air interface on water flow in a typical open channel;
equation (6) is an energy equation for water flow, wherein additionally considering the drag effect of the airflow on the water flow, the corresponding effect is contained in the energy loss term Δ H f (ii) a Equation (7) is the conservation of momentum equation for the airflow, in which the drag τ of the flow on the airflow is also taken into account wa (ii) a Equation (8) is the mass conservation equation for the gas flow. For Δ H f And τ wa It can be expressed as:
Figure GDA0002123866480000101
Figure GDA0002123866480000102
Figure GDA0002123866480000103
in the formula,. DELTA.h f Representing the on-the-way head loss in a typical open channel; Δ h aw Representing the head loss caused by the drag effect of the airflow on the water flow;
Figure GDA0002123866480000104
the average value of the water flow wet cycle between the two sections is obtained;
Figure GDA0002123866480000105
represents the average value of the flow rate of the water flow;
Figure GDA0002123866480000106
represents the average value of the flow rate of the gas flow; f. of wai The coefficient of interaction force between the air flow and the water flow at the section i is shown,
Figure GDA0002123866480000107
H i the equivalent height of the section of the ith spillway tunnel is obtained; omega is a coefficient to be determined, and can be 0.028 through research.
(c) The energy equation and the mass conservation equation for the first vent in the column (e.g.: the first vent section 7 and the first section 12 downstream of the gate):
Figure GDA0002123866480000108
v a1 A ad1 ＝v a1 A a1 (13)
wherein ξ e1 The local head loss coefficient is the local head loss coefficient of the airflow flowing into the flood discharging tunnel from the vent hole; p is a radical of ad1 The average air pressure of the section of the first vent hole; a. the ad1 The cross section area of the cross section of the first vent hole; a. the a1 The cross-sectional area of the first cross-section behind the gate;
the energy equation and the mass conservation equation of any s-th vent section and corresponding two-side flood hole sections (for example, the second vent section 8, the second vent upstream side section 13, the second vent downstream side section 14, the third vent upstream side section 15 and the third vent downstream side section 16 in fig. 1) except the first vent are listed:
Figure GDA0002123866480000111
Figure GDA0002123866480000112
v ads A ads +v ups A ups ＝v downs A downs (16)
wherein the subscript
Figure GDA0002123866480000113
Wherein s is 2, 3.. multidot.m; p is a radical of ups And p downs Respectively corresponding to the average pressure of the cross sections of the micro-element sections at the upstream side and the downstream side of the s-th vent hole in the flood discharge tunnel; v. of ups And v dawns Respectively corresponding to the average airflow flow velocity of the cross sections of the micro-element sections at the upstream side and the downstream side of the s-th vent hole in the flood discharge tunnel; a. the ups And A downs Respectively corresponding to the hole top residual width area at the cross section of the micro-element section at the upstream side and the downstream side of the s-th vent hole in the spillway tunnel; xi es Is the local head loss coefficient due to the air flow flowing into the flood discharging tunnel from the s-th vent hole;
(d) and (3) setting the air pressure and the air flow velocity of the cross section of the inlet of each vent hole to be 0, and adopting the following Bernoulli equation:
Figure GDA0002123866480000114
wherein l s Represents the length of the s-th vent hole; d s Is the diameter or equivalent diameter of the s-th vent hole; (Σξ) s All local head losses for the s-th vent; the air pressure of the outlet section of the flood discharge tunnel is 0:
p N ＝0 (18)
(e) the invention combines the formula (7), the formula (8) and the formulas (12) to (18) to obtain a nonlinear equation system about the water flow and the air flow in the spillway tunnel:
F＝F(V a ，P a ，V ad ，P ad )＝0 (16)
solving the equation set can obtain the wind speed V of the vent hole ad And pressure P ad And the wind speed V in the spillway tunnel a And pressure P a ；
The initial conditions of the invention are: a first section 12 at the downstream side of the gate 1, wherein under the condition that the flood discharge flow is known, the water depth and the water flow speed at the first section 12 at the downstream side of the gate are known;
the solving steps of the invention are as follows:
(1) input flow Q, initial cross-sectional velocity v w1 Flood discharge tunnel width B and along-way cross section area A i Base plate coordinate (x) i ，y i ) Flood discharge section n j (j ═ 1, 2.. multidot.m) and vent length l s Cross-sectional area A ads Equivalent diameter d s Local loss coefficient xi es (ii) a Making the iteration step n equal to 0;
(2) firstly, calculating according to the formulas (6) and (9) to obtain an initial water flow field
Figure GDA0002123866480000121
In the calculation, the influence of the air pressure is not considered in the formula (6), namely, p is contained ai And p ai+1 The term (c) does not participate in the calculation, and the water-gas interaction influence is not considered in formula (9), namely with tau wa Does not participate in the computation;
(3) using the one obtained in the previous step
Figure GDA0002123866480000122
As input, calculating the remaining area A of the top of the tunnel ai Then, the wet cycle of the air flow can be obtained
Figure GDA0002123866480000123
Initial values for given airflow rate and pressure
Figure GDA0002123866480000124
And
Figure GDA0002123866480000125
from the initial value of the air flow velocity f can be calculated wa，i And then calculating τ wa And τ a (ii) a Will tau wa And τ a Substituted for formula (7) by A ai And
Figure GDA0002123866480000126
the isoparametric parameters are substituted for the equations (7), (8) and (12) to (18) to obtain a nonlinear equation system having the form shown in the equation (19), and the equation is expressed as above
Figure GDA0002123866480000127
And
Figure GDA0002123866480000128
as an initial value, an equation set is solved in an iterative manner to obtain an airflow field
Figure GDA0002123866480000129
And
Figure GDA00021238664800001210
note: for the
Figure GDA00021238664800001211
And
Figure GDA00021238664800001212
the initial value setting method can assume that the gas demand of the flood discharging tunnel is equal to the water flow, and uniformly distributes the gas demand to each vent hole, so as to obtain the roughly estimated initial gas flow velocity, and the initial value of the gas pressure can be directly set to be 0;
(4) let n be n + 1; due to the preceding step
Figure GDA00021238664800001213
Give consideration to air pressure
Figure GDA00021238664800001214
And water gas drag force tau wa So that the one obtained in the previous step can be used
Figure GDA00021238664800001215
And
Figure GDA00021238664800001216
substituting into formula (10) to obtain τ wa And will tau wa And
Figure GDA00021238664800001217
substituting into the formulas (6) and (9) to obtain new
Figure GDA00021238664800001218
(5) Due to the fact that
Figure GDA00021238664800001219
Relative to
Figure GDA00021238664800001220
According to a change of
Figure GDA00021238664800001221
Recalculating A ai And
Figure GDA00021238664800001222
according to
Figure GDA00021238664800001223
And
Figure GDA00021238664800001224
recalculating τ wa And τ a Substituting the formula (7), the formula (8) and the formulas (12) to (18) to form an equation system, so as to
Figure GDA00021238664800001225
And
Figure GDA00021238664800001226
as an iteration initial value, the iteration solution is obtained
Figure GDA00021238664800001227
And
Figure GDA00021238664800001228
(6) and (3) calculating relative errors Criterion (1) and Criterion (2) of the airflow velocity and the water flow velocity obtained in the nth step and the (n-1) step respectively, wherein the calculation formula is shown in figure 3. If Criterion (1) and Criterion (2) are both smaller than the allowable value Tol, wherein Tol can be 0.001, outputting the calculation result, and otherwise, returning to the step (4) for iterative calculation.
In the iterative process, in order to prevent the variable from changing violently to make the calculation unstable or even diverge, a relaxation coefficient is introduced
Figure GDA00021238664800001229
When the (n + 1) th iteration is performed, the calculation result of the nth step may be processed as follows:
Figure GDA00021238664800001230
in the formula, Ψ n Indicating the value of a variable obtained in step n, e.g. V w 、V a 、P a 、V ad And P ad . In the application of the invention, the calculation process is found to be stable, so in order to accelerate the calculation convergence speed, the calculation method is adopted
Figure GDA0002123866480000131
The invention obtains the air pressure P in the residual amplitude space 5 of the tunnel roof through the steps a Then, the air pressure at any cross section position can be taken as a control index. Changing the cross-sectional area of the cavity top residual amplitude space 5, and calculating the air pressure of the cavity top residual amplitude space 5 when different cross-sectional areas are calculated, to finally obtain a cavity top residual amplitude-air pressure curve as shown in fig. 3, wherein the curve is divided into three partitions, namely partition I, partition II and partition III, according to the positions of the air pressure maximum extreme point 18 and the air pressure minimum extreme point 19. (1) In the subarea I, the residual width space of the top of the cave above the water surface is too smallThe air flow dragged by the high-speed water flow passes through the narrow extra-width space at a high flow speed to form higher negative pressure, and the negative pressure is continuously reduced along with the increase of the space of the extra-width on the top of the tunnel; (2) at the maximum air pressure extreme point 18, the air supply quantity of the air supply hole just meets the air supply quantity in the flood discharge hole, and the ventilation capacity of the air supply hole and the air demand quantity in the flood discharge hole reach better balance; (3) in the subarea II, along with the further increase of the height of the cross section of the spillway tunnel, the continuous increase of the residual width space at the top of the tunnel leads the air passing amount in the tunnel to be further increased, and at the moment, the air supply capacity of the air supply tunnel is insufficient relative to the ventilation requirement of the spillway tunnel, so that the air supply capacity needs to be increased at the cost of increasing the negative pressure. (4) In the subarea III, because the airflow formed by water flow dragging is limited, along with the further increase of the residual amplitude space at the top of the tunnel, the airflow velocity in the spillway tunnel is reduced, and the negative pressure in the tunnel is naturally reduced, so that the section of the spillway tunnel is continuously increased under the limit condition, the residual amplitude space at the top of the tunnel is infinitely close to 100 percent, which is equivalent to the condition of open channel flow, and the negative pressure in the tunnel is changed into the atmospheric pressure. (5) At the minimum extreme point 19 of the air pressure, the air supply capacity of the air supply hole cannot be matched with the air demand of the flood discharge hole to form negative pressure, and the negative pressure is balanced with the relief effect of the enlarged cross section of the flood discharge hole on the negative pressure.
According to the invention, the cross section areas of the first vent hole 2, the second vent hole 3 and the third vent hole 4 are changed simultaneously, and the air pressure of the tunnel top residual amplitude space 5 is calculated when the cross section areas are different, so that a tunnel top residual amplitude-air pressure curve cluster shown in figure 4 is finally obtained, and it can be seen that as the air supply tunnel is enlarged, the flood discharge tunnel can reach an extreme point (namely a balance point) only by matching with larger tunnel top residual amplitudes; in addition, with the increase of the cross-sectional area of the air supply hole, the negative pressure under the condition of an extreme point is reduced, and the curve gradually tends to be gentle. The abscissa of the curve cluster shown in fig. 4 is divided by the cross-sectional area of the vent hole, and non-dimensionalization processing is performed, so that after the abscissa is non-dimensionalized, two extreme points are more concentrated, and the average values of the ratio of the remaining area of the top of the hole to the area of the vent hole corresponding to the two extreme points are 0.3 and 1.7, respectively.
The method proposes that the residual amplitude of the tunnel top of the spillway tunnel is selected from a subarea II in a graph 3 and can be 20% -30%, after the residual amplitude of the tunnel top is determined, the area of the vent hole is determined, and the ratio of the residual amplitude of the tunnel top to the area of the vent hole is 0.3-1.7. It should be noted that, for different projects, the calculated extreme points of the curves may be different, but the balance configuration relations of the vent holes of the flood discharging tunnel and the residual amplitude of the tunnel top are similar, and after the curves similar to those shown in fig. 3, 4 and 5 are obtained through simple calculation, the combined optimization design of the vent holes of the flood discharging tunnel and the residual amplitude of the tunnel top can be performed.
To further illustrate the technical solutions and features of the present invention, the present invention is described in detail below with reference to the accompanying drawings and specific embodiments, but the present invention is not limited to the specific embodiments.
A conceptual diagram of an original design of a flood discharge tunnel of an actual project is shown in FIG. 1, the total length of the flood discharge tunnel is about 800m, the height drop of a bottom plate of a free flow section is about 140m, the width of a tunnel body of the flood discharge tunnel is that three vent holes are arranged in the original design, and the areas of the vent holes are respectively 21.24m in sequence 2 、32m 2 、32m 2 The flow rate when the gate is fully opened is 3220m 3 /s。
Calculating the air pressure in the surplus width space 5 of the tunnel roof under different tunnel roof area, drawing a tunnel roof surplus width-air pressure curve as shown in fig. 3, finding that the optimum tunnel roof surplus width space should be 17.2%, but the optimum value of the surplus width space of the tunnel roof should be at least 25% in the design specification of the spillway tunnel, so as to enlarge the cross-sectional area of the vent hole, as shown in fig. 4, it can be seen that after the vent hole is enlarged to 1.5 times, the optimum value of the surplus width of the tunnel roof is 22.9%, but the current 'design specification for hydraulic tunnel' (SL279-2016) requires that the surplus width of the tunnel roof cannot be less than 25%, so as to be 25%, at the moment, the ratio of the area of the surplus width of the tunnel roof to the area of the vent hole is 0.3, the negative pressure in the spillway tunnel is less than-2 kpa, the air speeds in the first vent hole 2, the second vent hole 3 and the third vent hole 4 are respectively 29.4m/s, 3.34m/s, 3 m/s, 28.7m/s, meets the requirement of the design Specification of Hydraulic Tunnel (SL279-2016)
According to the embodiment, the negative pressure in the tunnel top residual width space 5 is used as a judgment index, a tunnel top residual width-air pressure curve is drawn, the cross-sectional area of the vent hole is changed, a tunnel top residual width-air pressure curve cluster is drawn, the balance relation between the tunnel top residual width and the vent hole area is obtained, the negative pressure in the tunnel top residual width space 5 and the air speed in the vent hole can be effectively reduced by adopting a new method of combined optimization design of the vent hole of the spillway tunnel and the tunnel top residual width, meanwhile, a basis can be provided for reasonable setting of the tunnel top residual width area, namely reasonable design of the size of the spillway tunnel body, optimal matching of the vent hole area to the tunnel top residual width space is realized, the spillway tunnel and the vent hole structure are economic and reasonable, and the practical value is high.
The foregoing shows and describes the general principles, essential features, and advantages of the invention. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, which are described in the specification and illustrated only to illustrate the principle of the present invention, but that various changes and modifications may be made therein without departing from the spirit and scope of the present invention, which fall within the scope of the invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.

Claims (8)

1. The combined optimization design method for the ventilation holes of the spillway tunnel and the residual amplitude at the top of the tunnel is characterized by comprising the following steps of:
step (1), regarding water-gas two-phase flow of a free flow section of a spillway tunnel as layered flow, taking m vent holes and 1 spillway tunnel outlet of an original spillway tunnel multi-vent hole gas supply system as nodes, taking a first vent hole as a starting point, namely taking the downstream side of a gate as a starting point, and dividing the spillway tunnel into m sections; for finer calculation, within each segment, it is further subdivided into any n j A infinitesimal segment, j ═ 1, 2.., m; the whole flood discharge tunnel is divided into N infinitesimal sections,
Figure FDA0003730990870000011
the following equation is then established:
V w ＝(v w1 ，v w2 ，...，v wi ，...，v wN ) (1)
V a ＝(v a1 ，v a2 ，...，v ai ，...，v aN ) (2)
P a ＝(p a1 ，p a2 ，...，p ai ，...，p aN ) (3)
V ad ＝(v ad1 ，v ad2 ，...，v ads ，...，v adm ) (4)
P ad ＝(p ad1 ，p ad2 ，...，p ads ，...，p adm ) (5)
wherein, V w Representing the average water flow velocity v of each section in the spillway tunnel wi Representing the average water flow velocity of the section at the ith section; v a And P a Respectively representing the average airflow velocity of each section and the average air pressure of each section in the residual width space at the top of the spillway tunnel ai And p ai Respectively representing the average airflow velocity and the air pressure of the section at the ith section; v ad And P ad Respectively representing the average airflow velocity and the average air pressure of the cross section at the crossing position of each vent hole and the flood discharge hole ads And p ads The air flow velocity and the air pressure respectively correspond to the s-th vent hole; 1, 2, N; s 1, 2,. m;
step (2), an equation between a section i and a section i +1 at two ends of any one infinitesimal section is listed, wherein the equation comprises an energy equation of water flow, a mass conservation equation of air flow and a momentum conservation equation of air flow:
Figure FDA0003730990870000012
Figure FDA0003730990870000013
v ai A ai ＝v ai+1 A ai+1 (8)
wherein, y i And y i+1 The elevation of the flood discharge tunnel bottom plate at the section i and the section i +1 is represented; g represents the gravitational acceleration; rho w And ρ a Are respectively asDensity of water and air; theta represents the included angle of the bottom plate of the flood discharge tunnel on the horizontal plane; b represents the section width of the flood discharge tunnel; a. the ai And A ai+1 The residual width area of the top of the hole at the two sections is shown,
Figure FDA0003730990870000021
Figure FDA0003730990870000022
mean air wet cycles for both sections; ds represents the distance between two sections; h is a total of wi And h wi+1 Respectively representing the water depth of the section i and the section i + 1; tau is a Representing the shear stress of the flood-hole wall facing the air flow; tau is wa Representing the interaction force tau between water flow and air flow wa ＝τ aw (ii) a For Δ H f And τ wa Expressed as:
Figure FDA0003730990870000023
Figure FDA0003730990870000024
Figure FDA0003730990870000025
wherein,. DELTA.h f Representing the on-way head loss in a typical open channel; Δ h aw Representing the head loss caused by the drag effect of the airflow on the water flow;
Figure FDA0003730990870000026
the average value of the water flow wet cycle between the two sections is obtained;
Figure FDA0003730990870000027
represents the average value of the flow rate of the water flow;
Figure FDA0003730990870000028
represents the average value of the flow rate of the gas flow; f. of wai Representing the coefficient of interaction force between the air flow and the water flow at section i,
Figure FDA0003730990870000029
H i the equivalent height of the section at the section i of the flood discharge tunnel; omega is undetermined coefficient, and the value is 0.028;
step (3), listing an energy equation and a mass conservation equation of a first vent hole:
Figure FDA00037309908700000210
v a1 A ad1 ＝v a1 A a1 (13)
wherein ξ e1 The local head loss coefficient is the local head loss coefficient of the airflow flowing into the flood discharging tunnel from the vent hole; p is a radical of ad1 The average air pressure of the section of the first vent hole; a. the ad1 The cross section area of the cross section of the first vent hole; a. the a1 Is the cross-sectional area of cross-section 1;
excluding the first vent hole, arranging an energy equation and a mass conservation equation of the cross section of any other s-th vent hole and the cross sections of the flood discharging tunnels on the two corresponding sides:
Figure FDA0003730990870000031
Figure FDA0003730990870000032
v ads A ads +v ups A ups ＝v downs A downs (16)
wherein the content of the first and second substances,
Figure FDA0003730990870000033
wherein s 23.., m; p is a radical of ups And p downs Respectively corresponding to the average pressure of the cross sections of the micro-element sections at the upstream side and the downstream side of the s-th vent hole in the flood discharge tunnel; v. of ups And v downs Respectively corresponding to the average airflow flow velocity of the cross sections of the micro-element sections at the upstream side and the downstream side of the s-th vent hole in the flood discharge tunnel; a. the ups And A downs Respectively corresponding to the hole top residual width area at the cross section of the micro-element section at the upstream side and the downstream side of the s-th vent hole in the spillway tunnel; xi es The local head loss coefficient of the air flow flowing into the flood discharging tunnel from the s-th vent hole is shown;
and (3) setting the air pressure and the air flow velocity of the cross section of the inlet of each vent hole to be 0, and adopting the following Bernoulli equation:
Figure FDA0003730990870000034
wherein l s Represents the length of the s-th vent hole; d s Is the diameter or equivalent diameter of the s-th vent hole; (Σξ) s All local head losses for the s-th vent;
the air pressure of the outlet section of the flood discharge tunnel is 0:
p N ＝0 (18)
and (4) combining the formulas (7), (8) and (12) to (18) to obtain a nonlinear equation system about the airflow flow in the flood discharge tunnel:
F＝F(V a ，P a ，V ad ，P ad )＝0 (19)；
solving the equation set can obtain the wind speed V of the vent hole ad And pressure P ad And the wind speed V in the spillway tunnel a And pressure P a ；
Step (5), according to the air pressure P in the residual amplitude space of the top of the cave obtained in the step (4) a Taking the air pressure at any section position as a control index, changing the area of the residual amplitude of the tunnel top, respectively adopting the method in the step (4) to calculate the air pressure in the space of the residual amplitude of the tunnel top when the residual amplitudes of different tunnel tops are calculated, drawing a curve of the residual amplitude of the tunnel top and the air pressure, and obtaining the residual amplitude of the tunnel top-air pressureTwo extreme points of the pressure curve with the maximum air pressure and the minimum air pressure, and the residual amplitude area of the top of the hole corresponding to the maximum air pressure extreme point is A max The remaining area of the top of the tunnel corresponding to the minimum extreme point of the air pressure is A min ；
Step (6), changing the cross section areas of all the vent holes at the same proportion, respectively calculating the air pressure of the cavity top residual amplitude space under different proportions, drawing cavity top residual amplitude-air pressure curves before and after the change of the proportions, and then carrying out dimensionless treatment on a coordinate of the cavity top residual amplitude in the cavity top residual amplitude-air pressure curves before and after the change of the proportions to obtain A before and after the change of the proportions Residual width of tunnel top /A Vent hole -a gas pressure curve;
the non-dimensionalization treatment is that the coordinate of the hole top residual amplitude is replaced by the cross section area of the corresponding hole top residual amplitude space and divided by the cross section area of the corresponding vent hole;
wherein, A Residual width of tunnel top The cross section area of the residual width space at the top of the tunnel; a. the Vent hole Is the sum of the cross-sectional areas of all the vent holes;
step (7) of subjecting all A's obtained in step (6) to Hole top residual width /A Vent hole A for the maximum of the air pressure curve Residual width of tunnel top /A Vent hole Taking the mean value to obtain Z max (ii) a All A obtained in the step (6) Hole top residual width /A Vent hole A for the minimum air pressure value of the air pressure curve Residual width of tunnel top /A Vent hole Taking the mean value to obtain Z min (ii) a The combined optimization design scheme of the ventilation holes of the spillway tunnel and the residual width of the tunnel top is as follows: a. the Residual width of tunnel top /A Vent hole Value of Z min ～Z max The remaining width of the tunnel top is A min ～A max ；
Step (8), according to the remaining amplitude value range A of the tunnel roof given in the step (7) min ～A max And A Residual width of tunnel top /A Vent hole Value range Z min ～Z max Selecting the residual breadth area and the vent hole area of the roof of the tunnel according to actual conditions, substituting the residual breadth area and the vent hole area into the calculation method in the step (4), and calculating to obtain the area in the designed size spillway tunnelWind speed, air pressure, and whether it meets the requirements of the Water Tunnel design Specification (SL 279-2016).
2. The combined optimization design method for ventilation holes of a spillway tunnel and extra large on the top of the tunnel according to claim 1, wherein in the step (3), all the local head losses of the s-th ventilation hole comprise local energy losses caused by airflow entering the ventilation holes, local turning of the ventilation holes, local expansion and local reduction.
3. The combined optimization design method for the ventilation holes of the spillway tunnel and the residual amplitude at the top of the tunnel according to claim 1, wherein the solution method in the step (4) comprises the following steps:
(a) the discharge flow Q of the flood discharge tunnel and the flow velocity v of the water flow of the first section w1 Flood discharge tunnel width B and along-way section area A i Base plate coordinate (x) i ，y i ) Flood discharge section n j (j ═ 1, 2.. m) and vent length l s Cross-sectional area A ads Equivalent diameter d s Local loss coefficient xi es (ii) a Making the iteration step n equal to 0;
(b) firstly, calculating according to the formulas (6) and (9) to obtain an initial water flow field
Figure FDA0003730990870000041
In the calculation, the air pressure influence is not considered in the formula (6), namely, p is carried out a，i And p a，i+1 The term (c) does not participate in the calculation, and the influence of the water-gas interaction, i.e. with τ, is not considered in equation (9) wa Does not participate in the computation;
(c) using the one obtained in the previous step
Figure FDA0003730990870000051
As input, calculating the remaining area A of the top of the tunnel a，i Further, the wet circumference of the air flow can be obtained
Figure FDA0003730990870000052
Initial values for given airflow rate and pressure
Figure FDA0003730990870000053
And
Figure FDA0003730990870000054
calculating f from the initial value of the flow velocity of the air stream wa，i And then calculating τ wa And τ a (ii) a Will tau wa And τ a Substituted for formula (7) A a，i And
Figure FDA0003730990870000055
a nonlinear equation system represented by the formula (19) is obtained by substituting the formulae (7), (8) and (12) to (18), and the nonlinear equation system is expressed by the formula
Figure FDA0003730990870000056
And
Figure FDA0003730990870000057
as an initial value, an equation set is solved in an iterative manner to obtain a newly solved airflow field
Figure FDA0003730990870000058
And
Figure FDA0003730990870000059
(d) let n be n + 1; obtained in the previous step
Figure FDA00037309908700000510
And
Figure FDA00037309908700000511
substituting into formula (10) to obtain τ wa And will tau wa And
Figure FDA00037309908700000512
substituting into the formulas (6) and (9) to obtain new
Figure FDA00037309908700000513
(e) Due to the fact that
Figure FDA00037309908700000514
Has changed and therefore needs to be based on the new
Figure FDA00037309908700000515
Recalculating A a，i And
Figure FDA00037309908700000516
according to
Figure FDA00037309908700000517
And
Figure FDA00037309908700000518
recalculating τ wa And τ a Substituting the formula (7), the formula (8) and the formulas (12) to (18) to form an equation system so as to
Figure FDA00037309908700000519
Figure FDA00037309908700000520
And
Figure FDA00037309908700000521
as an iteration initial value, the iteration solution is obtained
Figure FDA00037309908700000522
And
Figure FDA00037309908700000523
(f) calculating the relative errors of the airflow velocity and the water flow velocity respectively obtained in the nth step and the (n-1) step; and (d) if the relative error of the airflow flow rate and the relative error of the water flow rate are both smaller than the allowable value, outputting a calculation result, and otherwise, returning to the step (d) for iterative calculation again.
4. The flood discharge tunnel vent hole and tunnel top residual amplitude combined optimization design method according to claim 3, wherein the allowable value is 0.001.
5. The flood discharge tunnel vent hole and tunnel top residual amplitude combined optimization design method according to claim 3, wherein when the (n + 1) th step of iteration is performed, the calculation result of the nth step is substituted into a formula for iterative calculation after being processed as follows:
Figure FDA00037309908700000524
therein, Ψ n Representing the variable value obtained in step n, said variable value being v w 、V a 、P a 、V ad And P ad ，
Figure FDA00037309908700000525
Is the relaxation factor.
6. The combined optimization design method for ventilation holes of spillways tunnel and residual amplitude of tunnel top of claim 5, characterized in that the method is taken
Figure FDA00037309908700000526
7. The combined optimization design method for the ventilation holes of the spillway tunnel and the residual width of the tunnel top as claimed in claim 1, wherein in the step (5), the change of the residual width volume of the tunnel top is specifically as follows: the variation range of the hole top residual amplitude is 10-80%.
8. The combined optimization design method for the ventilation holes of the spillway tunnel and the residual amplitude at the top of the tunnel according to claim 7, wherein the variation range of the residual amplitude at the top of the tunnel is 10% -80%, and every 5% is taken as a calculation working condition.
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